桥梁建设
橋樑建設
교량건설
BRIDGE CONSTRUCTION
2015年
1期
108-113
,共6页
铁路桥%拱桥%钢管拱%拱肋%缆索吊机%竖转法%缆扣法%施工方案
鐵路橋%拱橋%鋼管拱%拱肋%纜索弔機%豎轉法%纜釦法%施工方案
철로교%공교%강관공%공륵%람색조궤%수전법%람구법%시공방안
railway bridge%arch bridge%steel tube arch%arch rib%cable crane%vertical rota-ting method%fasten stay method%construction scheme
准朔铁路黄河特大桥主桥为主跨380 m的上承式钢管混凝土拱桥，主拱肋为钢管混凝土主弦杆和箱形钢腹杆组成的空间桁架结构。针对该桥结构特点和施工难点，提出了支架拼装并竖转合龙方案、单拱肋单元吊装与双拱肋单元整体吊装的“缆扣法”施工方案，通过技术可行性、经济性、安全性等方面的比选，采用单拱肋和双拱肋单元整体吊装相结合的“缆扣法”施工方案。重量超过缆索吊设计吊重的节段采用单拱肋分别吊装两侧的单肢拱肋，安装K撑和横撑，在空中形成设计节段；其余节段在拼装场形成设计节段，整体运输到缆索吊下方，整体吊装后与前一节段在空中对接，然后扣索，依次形成半拱，最后完成合龙，并灌注钢管混凝土。
準朔鐵路黃河特大橋主橋為主跨380 m的上承式鋼管混凝土拱橋，主拱肋為鋼管混凝土主絃桿和箱形鋼腹桿組成的空間桁架結構。針對該橋結構特點和施工難點，提齣瞭支架拼裝併豎轉閤龍方案、單拱肋單元弔裝與雙拱肋單元整體弔裝的“纜釦法”施工方案，通過技術可行性、經濟性、安全性等方麵的比選，採用單拱肋和雙拱肋單元整體弔裝相結閤的“纜釦法”施工方案。重量超過纜索弔設計弔重的節段採用單拱肋分彆弔裝兩側的單肢拱肋，安裝K撐和橫撐，在空中形成設計節段；其餘節段在拼裝場形成設計節段，整體運輸到纜索弔下方，整體弔裝後與前一節段在空中對接，然後釦索，依次形成半拱，最後完成閤龍，併灌註鋼管混凝土。
준삭철로황하특대교주교위주과380 m적상승식강관혼응토공교，주공륵위강관혼응토주현간화상형강복간조성적공간항가결구。침대해교결구특점화시공난점，제출료지가병장병수전합룡방안、단공륵단원조장여쌍공륵단원정체조장적“람구법”시공방안，통과기술가행성、경제성、안전성등방면적비선，채용단공륵화쌍공륵단원정체조장상결합적“람구법”시공방안。중량초과람색조설계조중적절단채용단공륵분별조장량측적단지공륵，안장K탱화횡탱，재공중형성설계절단；기여절단재병장장형성설계절단，정체운수도람색조하방，정체조장후여전일절단재공중대접，연후구색，의차형성반공，최후완성합룡，병관주강관혼응토。
The main bridge of the Huanghe River Bridge on Zhungeer‐Shuozhou Railway is a concrete‐filled steel tube (CFST) deck arch bridge with a main span of 380 m .The main arch ribs of the bridge are the spatial truss structure that is composed of the CFST main chords and box steel web members .In the light of the structural features and construction difficulties of the bridge ,the scheme of assembling the main arch ribs on scaffoldings and closing the arch ribs by vertically rotating and the construction scheme of fastening stay method for lifting the single arch rib element and integrally lifting the double arch ribs element were proposed .Through compari‐son of the technical feasibility and the construction cost and safety ,it was determined that the construction scheme of fastening stay method for both lifting the single arch rib element and inte‐grally lifting the double arch ribs element should be adopted .For the arch rib element that was heavier than the designed lifting capacity of the cable crane ,the single arch rib element was lifted only ,the single‐leg rib at each side of the element was respectively lifted and the K‐shape struts and cross struts were installed to form the complete designed element in the air .The rest of the arch rib elements were assembled into the designed elements in the assembling yard ,were inte‐grally transported to the underneath of the cable crane and integrally lifted and connected with the previous arch rib elements in the air .Then ,the fastening stays were fixed to gradually form each half arch and finally two half arches were closed and the concrete was pumped in to the steel tubes of the w hole arch .
